Reference documentation for deal.II version Git b742d2cc8e 20200709 13:14:12 0400

This tutorial depends on step17.
This tutorial program is another one in the series on the elasticity problem that we have already started with step8 and step17. It extends it into two different directions: first, it solves the quasistatic but time dependent elasticity problem for large deformations with a Lagrangian mesh movement approach. Secondly, it shows some more techniques for solving such problems using parallel processing with PETSc's linear algebra. In addition to this, we show how to work around one of the two major bottlenecks of step17, namely that we generated graphical output from only one process, and that this scaled very badly with larger numbers of processes and on large problems. (The other bottleneck, namely that every processor has to hold the entire mesh and DoFHandler, is addressed in step40.) Finally, a good number of assorted improvements and techniques are demonstrated that have not been shown yet in previous programs.
As before in step17, the program runs just as fine on a single sequential machine as long as you have PETSc installed. Information on how to tell deal.II about a PETSc installation on your system can be found in the deal.II README file, which is linked to from the main documentation page in your installation of deal.II, or on the deal.II webpage.
In general, timedependent small elastic deformations are described by the elastic wave equation
\[ \rho \frac{\partial^2 \mathbf{u}}{\partial t^2} + c \frac{\partial \mathbf{u}}{\partial t}  \textrm{div}\ ( C \varepsilon(\mathbf{u})) = \mathbf{f} \qquad \textrm{in}\ \Omega, \]
where \(\mathbf{u}=\mathbf{u} (\mathbf{x},t)\) is the deformation of the body, \(\rho\) and \(c\) the density and attenuation coefficient, and \(\mathbf{f}\) external forces. In addition, initial conditions
\[ \mathbf{u}(\cdot, 0) = \mathbf{u}_0(\cdot) \qquad \textrm{on}\ \Omega, \]
and Dirichlet (displacement) or Neumann (traction) boundary conditions need to be specified for a unique solution:
\begin{eqnarray*} \mathbf{u}(\mathbf{x},t) &=& \mathbf{d}(\mathbf{x},t) \qquad \textrm{on}\ \Gamma_D\subset\partial\Omega, \\ \mathbf{n} \ C \varepsilon(\mathbf{u}(\mathbf{x},t)) &=& \mathbf{b}(\mathbf{x},t) \qquad \textrm{on}\ \Gamma_N=\partial\Omega\backslash\Gamma_D. \end{eqnarray*}
In above formulation, \(\varepsilon(\mathbf{u})= \frac 12 (\nabla \mathbf{u} + \nabla \mathbf{u}^T)\) is the symmetric gradient of the displacement, also called the strain. \(C\) is a tensor of rank 4, called the stressstrain tensor (the inverse of the compliance tensor) that contains knowledge of the elastic strength of the material; its symmetry properties make sure that it maps symmetric tensors of rank 2 (“matrices” of dimension \(d\), where \(d\) is the spatial dimensionality) onto symmetric tensors of the same rank. We will comment on the roles of the strain and stress tensors more below. For the moment it suffices to say that we interpret the term \(\textrm{div}\ ( C \varepsilon(\mathbf{u}))\) as the vector with components \(\frac \partial{\partial x_j} C_{ijkl} \varepsilon(\mathbf{u})_{kl}\), where summation over indices \(j,k,l\) is implied.
The quasistatic limit of this equation is motivated as follows: each small perturbation of the body, for example by changes in boundary condition or the forcing function, will result in a corresponding change in the configuration of the body. In general, this will be in the form of waves radiating away from the location of the disturbance. Due to the presence of the damping term, these waves will be attenuated on a time scale of, say, \(\tau\). Now, assume that all changes in external forcing happen on times scales that are much larger than \(\tau\). In that case, the dynamic nature of the change is unimportant: we can consider the body to always be in static equilibrium, i.e. we can assume that at all times the body satisfies
\begin{eqnarray*}  \textrm{div}\ ( C \varepsilon(\mathbf{u})) &=& \mathbf{f}(\mathbf{x},t) \qquad \textrm{in}\ \Omega, \\ \mathbf{u}(\mathbf{x},t) &=& \mathbf{d}(\mathbf{x},t) \qquad \textrm{on}\ \Gamma_D, \\ \mathbf{n} \ C \varepsilon(\mathbf{u}(\mathbf{x},t)) &=& \mathbf{b}(\mathbf{x},t) \qquad \textrm{on}\ \Gamma_N. \end{eqnarray*}
Note that the differential equation does not contain any time derivatives any more – all time dependence is introduced through boundary conditions and a possibly timevarying force function \(\mathbf{f}(\mathbf{x},t)\). The changes in configuration can therefore be considered as being stationary instantaneously. An alternative view of this is that \(t\) is not really a time variable, but only a timelike parameter that governs the evolution of the problem.
While these equations are sufficient to describe small deformations, computing large deformations is a little more complicated and, in general, leads to nonlinear equations such as those treated in step44. In the following, let us consider some of the tools one would employ when simulating problems in which the deformation becomes large.
To come back to defining our "artificial" model, let us first introduce a tensorial stress variable \(\sigma\), and write the differential equations in terms of the stress:
\begin{eqnarray*}  \textrm{div}\ \sigma &=& \mathbf{f}(\mathbf{x},t) \qquad \textrm{in}\ \Omega(t), \\ \mathbf{u}(\mathbf{x},t) &=& \mathbf{d}(\mathbf{x},t) \qquad \textrm{on}\ \Gamma_D\subset\partial\Omega(t), \\ \mathbf{n} \ C \varepsilon(\mathbf{u}(\mathbf{x},t)) &=& \mathbf{b}(\mathbf{x},t) \qquad \textrm{on}\ \Gamma_N=\partial\Omega(t)\backslash\Gamma_D. \end{eqnarray*}
Note that these equations are posed on a domain \(\Omega(t)\) that changes with time, with the boundary moving according to the displacements \(\mathbf{u}(\mathbf{x},t)\) of the points on the boundary. To complete this system, we have to specify the incremental relationship between the stress and the strain, as follows:
\[ \dot\sigma = C \varepsilon (\dot{\mathbf{u}}), \qquad \qquad \textrm{[stressstrain]} \]
where a dot indicates a time derivative. Both the stress \(\sigma\) and the strain \(\varepsilon(\mathbf{u})\) are symmetric tensors of rank 2.
Numerically, this system is solved as follows: first, we discretize the time component using a backward Euler scheme. This leads to a discrete equilibrium of force at time step \(n\):
\[ \textrm{div}\ \sigma^n = f^n, \]
where
\[ \sigma^n = \sigma^{n1} + C \varepsilon (\Delta \mathbf{u}^n), \]
and \(\Delta \mathbf{u}^n\) the incremental displacement for time step \(n\). In addition, we have to specify initial data \(\mathbf{u}(\cdot,0)=\mathbf{u}_0\). This way, if we want to solve for the displacement increment, we have to solve the following system:
\begin{align*}  \textrm{div}\ C \varepsilon(\Delta\mathbf{u}^n) &= \mathbf{f} + \textrm{div}\ \sigma^{n1} \qquad &&\textrm{in}\ \Omega(t_{n1}), \\ \Delta \mathbf{u}^n(\mathbf{x},t) &= \mathbf{d}(\mathbf{x},t_n)  \mathbf{d}(\mathbf{x},t_{n1}) \qquad &&\textrm{on}\ \Gamma_D\subset\partial\Omega(t_{n1}), \\ \mathbf{n} \ C \varepsilon(\Delta \mathbf{u}^n(\mathbf{x},t)) &= \mathbf{b}(\mathbf{x},t_n)\mathbf{b}(\mathbf{x},t_{n1}) \qquad &&\textrm{on}\ \Gamma_N=\partial\Omega(t_{n1})\backslash\Gamma_D. \end{align*}
The weak form of this set of equations, which as usual is the basis for the finite element formulation, reads as follows: find \(\Delta \mathbf{u}^n \in \{v\in H^1(\Omega(t_{n1}))^d: v_{\Gamma_D}=\mathbf{d}(\cdot,t_n)  \mathbf{d}(\cdot,t_{n1})\}\) such that
\begin{align*} (C \varepsilon(\Delta\mathbf{u}^n), \varepsilon(\varphi) )_{\Omega(t_{n1})} &= (\mathbf{f}, \varphi)_{\Omega(t_{n1})} (\sigma^{n1},\varepsilon(\varphi))_{\Omega(t_{n1})} \\ &\qquad +(\mathbf{b}(\mathbf{x},t_n)\mathbf{b}(\mathbf{x},t_{n1}), \varphi)_{\Gamma_N} +(\sigma^{n1} \mathbf{n}, \varphi)_{\Gamma_N} \\ &\qquad\qquad \forall \varphi \in \{\mathbf{v}\in H^1(\Omega(t_{n1}))^d: \mathbf{v}_{\Gamma_D}=0\}. \end{align*}
Using that \(\sigma^{n1} \mathbf{n} = [C \varepsilon(\mathbf{u}^{n1})] \mathbf{n} = \mathbf{b}(\mathbf x, t_{n1})\), these equations can be simplified to
\begin{align*} (C \varepsilon(\Delta\mathbf{u}^n), \varepsilon(\varphi) )_{\Omega(t_{n1})} &= (\mathbf{f}, \varphi)_{\Omega(t_{n1})} (\sigma^{n1},\varepsilon(\varphi))_{\Omega(t_{n1})} +(\mathbf{b}(\mathbf{x},t_n),t_{n1}), \varphi)_{\Gamma_N} \\ &\qquad\qquad \forall \varphi \in \{\mathbf{v}\in H^1(\Omega(t_{n1}))^d: \mathbf{v}_{\Gamma_D}=0\}. \qquad \qquad \textrm{[linearsystem]} \end{align*}
We note that, for simplicity, in the program we will always assume that there are no boundary forces, i.e. \(\mathbf{b} = 0\), and that the deformation of the body is driven by body forces \(\mathbf{f}\) and prescribed boundary displacements \(\mathbf{d}\) alone. It is also worth noting that when integrating by parts, we would get terms of the form \((C \varepsilon(\Delta\mathbf{u}^n), \nabla \varphi )_{\Omega(t_{n1})}\), but that we replace them with the term involving the symmetric gradient \(\varepsilon(\varphi)\) instead of \(\nabla\varphi\). Due to the symmetry of \(C\), the two terms are mathematically equivalent, but the symmetric version avoids the potential for roundoff errors making the resulting matrix slightly nonsymmetric.
The system at time step \(n\), to be solved on the old domain \(\Omega(t_{n1})\), has exactly the form of a stationary elastic problem, and is therefore similar to what we have already implemented in previous example programs. We will therefore not comment on the space discretization beyond saying that we again use lowest order continuous finite elements.
There are differences, however:
We have to move (update) the mesh after each time step, in order to be able to solve the next time step on a new domain;
These two operations are done in the functions move_mesh
and update_quadrature_point_history
in the program. While moving the mesh is only a technicality, updating the stress is a little more complicated and will be discussed in the next section.
As indicated above, we need to have the stress variable \(\sigma^n\) available when computing time step \(n+1\), and we can compute it using
\[ \sigma^n = \sigma^{n1} + C \varepsilon (\Delta \mathbf{u}^n). \qquad \qquad \textrm{[stressupdate]} \]
There are, despite the apparent simplicity of this equation, two questions that we need to discuss. The first concerns the way we store \(\sigma^n\): even if we compute the incremental updates \(\Delta\mathbf{u}^n\) using lowestorder finite elements, then its symmetric gradient \(\varepsilon(\Delta\mathbf{u}^n)\) is in general still a function that is not easy to describe. In particular, it is not a piecewise constant function, and on general meshes (with cells that are not rectangles parallel to the coordinate axes) or with nonconstant stressstrain tensors \(C\) it is not even a bi or trilinear function. Thus, it is a priori not clear how to store \(\sigma^n\) in a computer program.
To decide this, we have to see where it is used. The only place where we require the stress is in the term \((\sigma^{n1},\varepsilon(\varphi))_{\Omega(t_{n1})}\). In practice, we of course replace this term by numerical quadrature:
\[ (\sigma^{n1},\varepsilon(\varphi))_{\Omega(t_{n1})} = \sum_{K\subset {T}} (\sigma^{n1},\varepsilon(\varphi))_K \approx \sum_{K\subset {T}} \sum_q w_q \ \sigma^{n1}(\mathbf{x}_q) : \varepsilon(\varphi(\mathbf{x}_q), \]
where \(w_q\) are the quadrature weights and \(\mathbf{x}_q\) the quadrature points on cell \(K\). This should make clear that what we really need is not the stress \(\sigma^{n1}\) in itself, but only the values of the stress in the quadrature points on all cells. This, however, is a simpler task: we only have to provide a data structure that is able to hold one symmetric tensor of rank 2 for each quadrature point on all cells (or, since we compute in parallel, all quadrature points of all cells that the present MPI process “owns”). At the end of each time step we then only have to evaluate \(\varepsilon(\Delta \mathbf{u}^n(\mathbf{x}_q))\), multiply it by the stressstrain tensor \(C\), and use the result to update the stress \(\sigma^n(\mathbf{x}_q)\) at quadrature point \(q\).
The second complication is not visible in our notation as chosen above. It is due to the fact that we compute \(\Delta u^n\) on the domain \(\Omega(t_{n1})\), and then use this displacement increment to both update the stress as well as move the mesh nodes around to get to \(\Omega(t_n)\) on which the next increment is computed. What we have to make sure, in this context, is that moving the mesh does not only involve moving around the nodes, but also making corresponding changes to the stress variable: the updated stress is a variable that is defined with respect to the coordinate system of the material in the old domain, and has to be transferred to the new domain. The reason for this can be understood as follows: locally, the incremental deformation \(\Delta\mathbf{u}\) can be decomposed into three parts, a linear translation (the constant part of the displacement increment field in the neighborhood of a point), a dilational component (that part of the gradient of the displacement field that has a nonzero divergence), and a rotation. A linear translation of the material does not affect the stresses that are frozen into it – the stress values are simply translated along. The dilational or compressional change produces a corresponding stress update. However, the rotational component does not necessarily induce a nonzero stress update (think, in 2d, for example of the situation where \(\Delta\mathbf{u}=(y, x)^T\), with which \(\varepsilon(\Delta \mathbf{u})=0\)). Nevertheless, if the material was prestressed in a certain direction, then this direction will be rotated along with the material. To this end, we have to define a rotation matrix \(R(\Delta \mathbf{u}^n)\) that describes, in each point the rotation due to the displacement increments. It is not hard to see that the actual dependence of \(R\) on \(\Delta \mathbf{u}^n\) can only be through the curl of the displacement, rather than the displacement itself or its full gradient (as mentioned above, the constant components of the increment describe translations, its divergence the dilational modes, and the curl the rotational modes). Since the exact form of \(R\) is cumbersome, we only state it in the program code, and note that the correct updating formula for the stress variable is then
\[ \sigma^n = R(\Delta \mathbf{u}^n)^T [\sigma^{n1} + C \varepsilon (\Delta \mathbf{u}^n)] R(\Delta \mathbf{u}^n). \qquad \qquad \textrm{[stressupdate+rot]} \]
Both stress update and rotation are implemented in the function update_quadrature_point_history
of the example program.
In step17, the main bottleneck for parallel computations as far as run time is concerned was that only the first processor generated output for the entire domain. Since generating graphical output is expensive, this did not scale well when larger numbers of processors were involved. We will address this here. (For a definition of what it means for a program to "scale", see this glossary entry.)
Basically, what we need to do is let every process generate graphical output for that subset of cells that it owns, write them into separate files and have a way to display all files for a certain timestep at the same time. This way the code produces one .vtu
file per process per time step. The two common VTK file viewers ParaView and VisIt both support opening more than one .vtu
file at once. To simplify the process of picking the correct files and allow moving around in time, both support record files that reference all files for a given timestep. Sadly, the record files have a different format between VisIt and Paraview, so we write out both formats.
The code will generate the files solutionTTTT.NNN.vtu
, where TTTT
is the timestep number (starting from 1) and NNN
is the process rank (starting from 0). These files contain the locally owned cells for the timestep and processor. The files solutionTTTT.visit
is the visit record for timestep TTTT
, while solutionTTTT.pvtu
is the same for ParaView. (More recent versions of VisIt can actually read .pvtu
files as well, but it doesn't hurt to output both kinds of record files.) Finally, the file solution.pvd
is a special record only supported by ParaView that references all time steps. So in ParaView, only solution.pvd needs to be opened, while one needs to select the group of all .visit files in VisIt for the same effect.
In step17, we used a regular triangulation that was simply replicated on every processor, and a corresponding DoFHandler. Both had no idea that they were used in a parallel context – they just existed in their entirety on every processor, and we argued that this was eventually going to be a major memory bottleneck.
We do not address this issue here (we will do so in step40) but make the situation slightly more automated. In step17, we created the triangulation and then manually "partitioned" it, i.e., we assigned subdomain ids to every cell that indicated which MPI process "owned" the cell. Here, we use a class parallel::shared::Triangulation that at least does this part automatically: whenever you create or refine such a triangulation, it automatically partitions itself among all involved processes (which it knows about because you have to tell it about the MPI communicator that connects these processes upon construction of the triangulation). Otherwise, the parallel::shared::Triangulation looks, for all practical purposes, like a regular Triangulation object.
The convenience of using this class does not only result from being able to avoid the manual call to GridTools::partition(). Rather, the DoFHandler class now also knows that you want to use it in a parallel context, and by default automatically enumerates degrees of freedom in such a way that all DoFs owned by process zero come before all DoFs owned by process 1, etc. In other words, you can also avoid the call to DoFRenumbering::subdomain_wise().
There are other benefits. For example, because the triangulation knows that it lives in a parallel universe, it also knows that it "owns" certain cells (namely, those whose subdomain id equals its MPI rank; previously, the triangulation only stored these subdomain ids, but had no way to make sense of them). Consequently, in the assembly function, you can test whether a cell is "locally owned" (i.e., owned by the current process, see GlossLocallyOwnedCell) when you loop over all cells using the syntax
This knowledge extends to the DoFHandler object built on such triangulations, which can then identify which degrees of freedom are locally owned (see GlossLocallyOwnedDof) via calls such as DoFHandler::compute_n_locally_owned_dofs_per_processor() and DoFTools::extract_locally_relevant_dofs(). Finally, the DataOut class also knows how to deal with such triangulations and will simply skip generating graphical output on cells not locally owned.
Of course, as has been noted numerous times in the discussion in step17, keeping the entire triangulation on every process will not scale: large problems may simply not fit into each process's memory any more, even if we have sufficiently many processes around to solve them in a reasonable time. In such cases, the parallel::shared::Triangulation is no longer a reasonable basis for computations and we will show in step40 how the parallel::distributed::Triangulation class can be used to work around this, namely by letting each process store only a part of the triangulation.
The overall structure of the program can be inferred from the run()
function that first calls do_initial_timestep()
for the first time step, and then do_timestep()
on all subsequent time steps. The difference between these functions is only that in the first time step we start on a coarse mesh, solve on it, refine the mesh adaptively, and then start again with a clean state on that new mesh. This procedure gives us a better starting mesh, although we should of course keep adapting the mesh as iterations proceed – this isn't done in this program, but commented on below.
The common part of the two functions treating time steps is the following sequence of operations on the present mesh:
assemble_system ()
[via solve_timestep ()
]: This first function is also the most interesting one. It assembles the linear system corresponding to the discretized version of equation [linearsystem]. This leads to a system matrix \(A_{ij} = \sum_K A^K_{ij}\) built up of local contributions on each cell \(K\) with entries
\[ A^K_{ij} = (C \varepsilon(\varphi_j), \varepsilon(\varphi_i))_K; \]
In practice, \(A^K\) is computed using numerical quadrature according to the formula
\[ A^K_{ij} = \sum_q w_q [\varepsilon(\varphi_i(\mathbf{x}_q)) : C : \varepsilon(\varphi_j(\mathbf{x}_q))], \]
with quadrature points \(\mathbf{x}_q\) and weights \(w_q\). We have built these contributions before, in step8 and step17, but in both of these cases we have done so rather clumsily by using knowledge of how the rank4 tensor \(C\) is composed, and considering individual elements of the strain tensors \(\varepsilon(\varphi_i),\varepsilon(\varphi_j)\). This is not really convenient, in particular if we want to consider more complicated elasticity models than the isotropic case for which \(C\) had the convenient form \(C_{ijkl} = \lambda \delta_{ij} \delta_{kl} + \mu (\delta_{ik} \delta_{jl} + \delta_{il} \delta_{jk})\). While we in fact do not use a more complicated form than this in the present program, we nevertheless want to write it in a way that would easily allow for this. It is then natural to introduce classes that represent symmetric tensors of rank 2 (for the strains and stresses) and 4 (for the stressstrain tensor \(C\)). Fortunately, deal.II provides these: the SymmetricTensor<rank,dim>
class template provides a fullfledged implementation of such tensors of rank rank
(which needs to be an even number) and dimension dim
.
What we then need is two things: a way to create the stressstrain rank4 tensor \(C\) as well as to create a symmetric tensor of rank 2 (the strain tensor) from the gradients of a shape function \(\varphi_i\) at a quadrature point \(\mathbf{x}_q\) on a given cell. At the top of the implementation of this example program, you will find such functions. The first one, get_stress_strain_tensor
, takes two arguments corresponding to the Lamé constants \(\lambda\) and \(\mu\) and returns the stressstrain tensor for the isotropic case corresponding to these constants (in the program, we will choose constants corresponding to steel); it would be simple to replace this function by one that computes this tensor for the anisotropic case, or taking into account crystal symmetries, for example. The second one, get_strain
takes an object of type FEValues
and indices \(i\) and \(q\) and returns the symmetric gradient, i.e. the strain, corresponding to shape function \(\varphi_i(\mathbf{x}_q)\), evaluated on the cell on which the FEValues
object was last reinitialized.
Given this, the innermost loop of assemble_system
computes the local contributions to the matrix in the following elegant way (the variable stress_strain_tensor
, corresponding to the tensor \(C\), has previously been initialized with the result of the first function above):
It is worth noting the expressive power of this piece of code, and to compare it with the complications we had to go through in previous examples for the elasticity problem. (To be fair, the SymmetricTensor class template did not exist when these previous examples were written.) For simplicity, operator*
provides for the (double summation) product between symmetric tensors of even rank here.
Assembling the local contributions
\begin{eqnarray*} f^K_i &=& (\mathbf{f}, \varphi_i)_K (\sigma^{n1},\varepsilon(\varphi_i))_K \\ &\approx& \sum_q w_q \left\{ \mathbf{f}(\mathbf{x}_q) \cdot \varphi_i(\mathbf{x}_q)  \sigma^{n1}_q : \varepsilon(\varphi_i(\mathbf{x}_q)) \right\} \end{eqnarray*}
to the right hand side of [linearsystem] is equally straightforward (note that we do not consider any boundary tractions \(\mathbf{b}\) here). Remember that we only had to store the old stress in the quadrature points of cells. In the program, we will provide a variable local_quadrature_points_data
that allows to access the stress \(\sigma^{n1}_q\) in each quadrature point. With this the code for the right hand side looks as this, again rather elegant:
Note that in the multiplication \(\mathbf{f}(\mathbf{x}_q) \cdot \varphi_i(\mathbf{x}_q)\), we have made use of the fact that for the chosen finite element, only one vector component (namely component_i
) of \(\varphi_i\) is nonzero, and that we therefore also have to consider only one component of \(\mathbf{f}(\mathbf{x}_q)\).
This essentially concludes the new material we present in this function. It later has to deal with boundary conditions as well as hanging node constraints, but this parallels what we had to do previously in other programs already.
solve_linear_problem ()
[via solve_timestep ()
]: Unlike the previous one, this function is not really interesting, since it does what similar functions have done in all previous tutorial programs – solving the linear system using the CG method, using an incomplete LU decomposition as a preconditioner (in the parallel case, it uses an ILU of each processor's block separately). It is virtually unchanged from step17.
update_quadrature_point_history ()
[via solve_timestep ()
]: Based on the displacement field \(\Delta \mathbf{u}^n\) computed before, we update the stress values in all quadrature points according to [stressupdate] and [stressupdate+rot], including the rotation of the coordinate system.
move_mesh ()
: Given the solution computed before, in this function we deform the mesh by moving each vertex by the displacement vector field evaluated at this particular vertex.
output_results ()
: This function simply outputs the solution based on what we have said above, i.e. every processor computes output only for its own portion of the domain. In addition to the solution, we also compute the norm of the stress averaged over all the quadrature points on each cell. With this general structure of the code, we only have to define what case we want to solve. For the present program, we have chosen to simulate the quasistatic deformation of a vertical cylinder for which the bottom boundary is fixed and the top boundary is pushed down at a prescribed vertical velocity. However, the horizontal velocity of the top boundary is left unspecified – one can imagine this situation as a wellgreased plate pushing from the top onto the cylinder, the points on the top boundary of the cylinder being allowed to slide horizontally along the surface of the plate, but forced to move downward by the plate. The inner and outer boundaries of the cylinder are free and not subject to any prescribed deflection or traction. In addition, gravity acts on the body.
The program text will reveal more about how to implement this situation, and the results section will show what displacement pattern comes out of this simulation.
First the usual list of header files that have already been used in previous example programs:
And here the only three new things among the header files: an include file in which symmetric tensors of rank 2 and 4 are implemented, as introduced in the introduction:
And lastly a header that contains some functions that will help us compute rotaton matrices of the local coordinate systems at specific points in the domain.
This is then simply C++ again:
The last step is as in all previous programs:
PointHistory
classAs was mentioned in the introduction, we have to store the old stress in quadrature point so that we can compute the residual forces at this point during the next time step. This alone would not warrant a structure with only one member, but in more complicated applications, we would have to store more information in quadrature points as well, such as the history variables of plasticity, etc. In essence, we have to store everything that affects the present state of the material here, which in plasticity is determined by the deformation history variables.
We will not give this class any meaningful functionality beyond being able to store data, i.e. there are no constructors, destructors, or other member functions. In such cases of `dumb' classes, we usually opt to declare them as struct
rather than class
, to indicate that they are closer to Cstyle structures than C++style classes.
Next, we define the linear relationship between the stress and the strain in elasticity. It is given by a tensor of rank 4 that is usually written in the form \(C_{ijkl} = \mu (\delta_{ik} \delta_{jl} + \delta_{il} \delta_{jk}) + \lambda \delta_{ij} \delta_{kl}\). This tensor maps symmetric tensor of rank 2 to symmetric tensors of rank 2. A function implementing its creation for given values of the Lamé constants \(\lambda\) and \(\mu\) is straightforward:
With this function, we will define a static member variable of the main class below that will be used throughout the program as the stressstrain tensor. Note that in more elaborate programs, this will probably be a member variable of some class instead, or a function that returns the stressstrain relationship depending on other input. For example in damage theory models, the Lamé constants are considered a function of the prior stress/strain history of a point. Conversely, in plasticity the form of the stressstrain tensor is modified if the material has reached the yield stress in a certain point, and possibly also depending on its prior history.
In the present program, however, we assume that the material is completely elastic and linear, and a constant stressstrain tensor is sufficient for our present purposes.
Before the rest of the program, here are a few functions that we need as tools. These are small functions that are called in inner loops, so we mark them as inline
.
The first one computes the symmetric strain tensor for shape function shape_func
at quadrature point q_point
by forming the symmetric gradient of this shape function. We need that when we want to form the matrix, for example.
We should note that in previous examples where we have treated vectorvalued problems, we have always asked the finite element object in which of the vector component the shape function is actually nonzero, and thereby avoided to compute any terms that we could prove were zero anyway. For this, we used the fe.system_to_component_index
function that returns in which component a shape function was zero, and also that the fe_values.shape_value
and fe_values.shape_grad
functions only returned the value and gradient of the single nonzero component of a shape function if this is a vectorvalued element.
This was an optimization, and if it isn't terribly time critical, we can get away with a simpler technique: just ask the fe_values
for the value or gradient of a given component of a given shape function at a given quadrature point. This is what the fe_values.shape_grad_component(shape_func,q_point,i)
call does: return the full gradient of the i
th component of shape function shape_func
at quadrature point q_point
. If a certain component of a certain shape function is always zero, then this will simply always return zero.
As mentioned, using fe_values.shape_grad_component
instead of the combination of fe.system_to_component_index
and fe_values.shape_grad
may be less efficient, but its implementation is optimized for such cases and shouldn't be a big slowdown. We demonstrate the technique here since it is so much simpler and straightforward.
Declare a temporary that will hold the return value:
First, fill diagonal terms which are simply the derivatives in direction i
of the i
component of the vectorvalued shape function:
Then fill the rest of the strain tensor. Note that since the tensor is symmetric, we only have to compute one half (here: the upper right corner) of the offdiagonal elements, and the implementation of the SymmetricTensor
class makes sure that at least to the outside the symmetric entries are also filled (in practice, the class of course stores only one copy). Here, we have picked the upper right half of the tensor, but the lower left one would have been just as good:
The second function does something very similar (and therefore is given the same name): compute the symmetric strain tensor from the gradient of a vectorvalued field. If you already have a solution field, the fe_values.get_function_gradients
function allows you to extract the gradients of each component of your solution field at a quadrature point. It returns this as a vector of rank1 tensors: one rank1 tensor (gradient) per vector component of the solution. From this we have to reconstruct the (symmetric) strain tensor by transforming the data storage format and symmetrization. We do this in the same way as above, i.e. we avoid a few computations by filling first the diagonal and then only one half of the symmetric tensor (the SymmetricTensor
class makes sure that it is sufficient to write only one of the two symmetric components).
Before we do this, though, we make sure that the input has the kind of structure we expect: that is that there are dim
vector components, i.e. one displacement component for each coordinate direction. We test this with the Assert
macro that will simply abort our program if the condition is not met.
Finally, below we will need a function that computes the rotation matrix induced by a displacement at a given point. In fact, of course, the displacement at a single point only has a direction and a magnitude, it is the change in direction and magnitude that induces rotations. In effect, the rotation matrix can be computed from the gradients of a displacement, or, more specifically, from the curl.
The formulas by which the rotation matrices are determined are a little awkward, especially in 3d. For 2d, there is a simpler way, so we implement this function twice, once for 2d and once for 3d, so that we can compile and use the program in both space dimensions if so desired – after all, deal.II is all about dimension independent programming and reuse of algorithm thoroughly tested with cheap computations in 2d, for the more expensive computations in 3d. Here is one case, where we have to implement different algorithms for 2d and 3d, but then can write the rest of the program in a way that is independent of the space dimension.
So, without further ado to the 2d implementation:
First, compute the curl of the velocity field from the gradients. Note that we are in 2d, so the rotation is a scalar:
From this, compute the angle of rotation:
And from this, build the antisymmetric rotation matrix. We want this rotation matrix to represent the rotation of the local coordinate system with respect to the global Cartesian basis, to we construct it with a negative angle. The rotation matrix therefore represents the rotation required to move from the local to the global coordinate system.
The 3d case is a little more contrived:
Again first compute the curl of the velocity field. This time, it is a real vector:
From this vector, using its magnitude, compute the tangent of the angle of rotation, and from it the actual angle of rotation with respect to the Cartesian basis:
Now, here's one problem: if the angle of rotation is too small, that means that there is no rotation going on (for example a translational motion). In that case, the rotation matrix is the identity matrix.
The reason why we stress that is that in this case we have that tan_angle==0
. Further down, we need to divide by that number in the computation of the axis of rotation, and we would get into trouble when dividing doing so. Therefore, let's shortcut this and simply return the identity matrix if the angle of rotation is really small:
Otherwise compute the real rotation matrix. For this, again we rely on a predefined function to compute the rotation matrix of the local coordinate system.
TopLevel
classThis is the main class of the program. Since the namespace already indicates what problem we are solving, let's call it by what it does: it directs the flow of the program, i.e. it is the toplevel driver.
The member variables of this class are essentially as before, i.e. it has to have a triangulation, a DoF handler and associated objects such as constraints, variables that describe the linear system, etc. There are a good number of more member functions now, which we will explain below.
The external interface of the class, however, is unchanged: it has a public constructor and destructor, and it has a run
function that initiated all the work.
The private interface is more extensive than in step17. First, we obviously need functions that create the initial mesh, set up the variables that describe the linear system on the present mesh (i.e. matrices and vectors), and then functions that actually assemble the system, direct what has to be solved in each time step, a function that solves the linear system that arises in each timestep (and returns the number of iterations it took), and finally output the solution vector on the correct mesh:
All, except for the first two, of these functions are called in each timestep. Since the first time step is a little special, we have separate functions that describe what has to happen in a timestep: one for the first, and one for all following timesteps:
Then we need a whole bunch of functions that do various things. The first one refines the initial grid: we start on the coarse grid with a pristine state, solve the problem, then look at it and refine the mesh accordingly, and start the same process over again, again with a pristine state. Thus, refining the initial mesh is somewhat simpler than refining a grid between two successive time steps, since it does not involve transferring data from the old to the new triangulation, in particular the history data that is stored in each quadrature point.
At the end of each time step, we want to move the mesh vertices around according to the incremental displacement computed in this time step. This is the function in which this is done:
Next are two functions that handle the history variables stored in each quadrature point. The first one is called before the first timestep to set up a pristine state for the history variables. It only works on those quadrature points on cells that belong to the present processor:
The second one updates the history variables at the end of each timestep:
This is the new shared Triangulation:
One difference of this program is that we declare the quadrature formula in the class declaration. The reason is that in all the other programs, it didn't do much harm if we had used different quadrature formulas when computing the matrix and the right hand side, for example. However, in the present case it does: we store information in the quadrature points, so we have to make sure all parts of the program agree on where they are and how many there are on each cell. Thus, let us first declare the quadrature formula that will be used throughout...
... and then also have a vector of history objects, one per quadrature point on those cells for which we are responsible (i.e. we don't store history data for quadrature points on cells that are owned by other processors). Note that, instead of storing and managing this data ourself, we could use the CellDataStorage class like is done in step44. However, for the purpose of demonstration, in this case we manage the storage manually.
The way this object is accessed is through a user pointer
that each cell, face, or edge holds: it is a void*
pointer that can be used by application programs to associate arbitrary data to cells, faces, or edges. What the program actually does with this data is within its own responsibility, the library just allocates some space for these pointers, and application programs can set and read the pointers for each of these objects.
Further: we need the objects of linear systems to be solved, i.e. matrix, right hand side vector, and the solution vector. Since we anticipate solving big problems, we use the same types as in step17, i.e. distributed parallel matrices and vectors built on top of the PETSc library. Conveniently, they can also be used when running on only a single machine, in which case this machine happens to be the only one in our parallel universe.
However, as a difference to step17, we do not store the solution vector – which here is the incremental displacements computed in each time step – in a distributed fashion. I.e., of course it must be a distributed vector when computing it, but immediately after that we make sure each processor has a complete copy. The reason is that we had already seen in step17 that many functions needed a complete copy. While it is not hard to get it, this requires communication on the network, and is thus slow. In addition, these were repeatedly the same operations, which is certainly undesirable unless the gains of not always having to store the entire vector outweighs it. When writing this program, it turned out that we need a complete copy of the solution in so many places that it did not seem worthwhile to only get it when necessary. Instead, we opted to obtain the complete copy once and for all, and instead get rid of the distributed copy immediately. Thus, note that the declaration of incremental_displacement
does not denote a distribute vector as would be indicated by the middle namespace MPI
:
The next block of variables is then related to the time dependent nature of the problem: they denote the length of the time interval which we want to simulate, the present time and number of time step, and length of present timestep:
Then a few variables that have to do with parallel processing: first, a variable denoting the MPI communicator we use, and then two numbers telling us how many participating processors there are, and where in this world we are. Finally, a stream object that makes sure only one processor is actually generating output to the console. This is all the same as in step17:
We are storing the locally owned and the locally relevant indices:
Finally, we have a static variable that denotes the linear relationship between the stress and strain. Since it is a constant object that does not depend on any input (at least not in this program), we make it a static variable and will initialize it in the same place where we define the constructor of this class:
BodyForce
classBefore we go on to the main functionality of this program, we have to define what forces will act on the body whose deformation we want to study. These may either be body forces or boundary forces. Body forces are generally mediated by one of the four basic physical types of forces: gravity, strong and weak interaction, and electromagnetism. Unless one wants to consider subatomic objects (for which quasistatic deformation is irrelevant and an inappropriate description anyway), only gravity and electromagnetic forces need to be considered. Let us, for simplicity assume that our body has a certain mass density, but is either nonmagnetic and not electrically conducting or that there are no significant electromagnetic fields around. In that case, the body forces are simply rho g
, where rho
is the material density and g
is a vector in negative zdirection with magnitude 9.81 m/s^2. Both the density and g
are defined in the function, and we take as the density 7700 kg/m^3, a value commonly assumed for steel.
To be a little more general and to be able to do computations in 2d as well, we realize that the body force is always a function returning a dim
dimensional vector. We assume that gravity acts along the negative direction of the last, i.e. dim1
th coordinate. The rest of the implementation of this function should be mostly selfexplanatory given similar definitions in previous example programs. Note that the body force is independent of the location; to avoid compiler warnings about unused function arguments, we therefore comment out the name of the first argument of the vector_value
function:
IncrementalBoundaryValue
classIn addition to body forces, movement can be induced by boundary forces and forced boundary displacement. The latter case is equivalent to forces being chosen in such a way that they induce certain displacement.
For quasistatic displacement, typical boundary forces would be pressure on a body, or tangential friction against another body. We chose a somewhat simpler case here: we prescribe a certain movement of (parts of) the boundary, or at least of certain components of the displacement vector. We describe this by another vectorvalued function that, for a given point on the boundary, returns the prescribed displacement.
Since we have a timedependent problem, the displacement increment of the boundary equals the displacement accumulated during the length of the timestep. The class therefore has to know both the present time and the length of the present time step, and can then approximate the incremental displacement as the present velocity times the present timestep.
For the purposes of this program, we choose a simple form of boundary displacement: we displace the top boundary with constant velocity downwards. The rest of the boundary is either going to be fixed (and is then described using an object of type Functions::ZeroFunction
) or free (Neumanntype, in which case nothing special has to be done). The implementation of the class describing the constant downward motion should then be obvious using the knowledge we gained through all the previous example programs:
TopLevel
classNow for the implementation of the main class. First, we initialize the stressstrain tensor, which we have declared as a static const variable. We chose Lamé constants that are appropriate for steel:
The next step is the definition of constructors and destructors. There are no surprises here: we choose linear and continuous finite elements for each of the dim
vector components of the solution, and a Gaussian quadrature formula with 2 points in each coordinate direction. The destructor should be obvious:
The last of the public functions is the one that directs all the work, run()
. It initializes the variables that describe where in time we presently are, then runs the first time step, then loops over all the other time steps. Note that for simplicity we use a fixed time step, whereas a more sophisticated program would of course have to choose it in some more reasonable way adaptively:
The next function in the order in which they were declared above is the one that creates the coarse grid from which we start. For this example program, we want to compute the deformation of a cylinder under axial compression. The first step therefore is to generate a mesh for a cylinder of length 3 and with inner and outer radii of 0.8 and 1, respectively. Fortunately, there is a library function for such a mesh.
In a second step, we have to associated boundary conditions with the upper and lower faces of the cylinder. We choose a boundary indicator of 0 for the boundary faces that are characterized by their midpoints having zcoordinates of either 0 (bottom face), an indicator of 1 for z=3 (top face); finally, we use boundary indicator 2 for all faces on the inside of the cylinder shell, and 3 for the outside.
Once all this is done, we can refine the mesh once globally:
As the final step, we need to set up a clean state of the data that we store in the quadrature points on all cells that are treated on the present processor.
The next function is the one that sets up the data structures for a given mesh. This is done in most the same way as in step17: distribute the degrees of freedom, then sort these degrees of freedom in such a way that each processor gets a contiguous chunk of them. Note that subdivisions into chunks for each processor is handled in the functions that create or refine grids, unlike in the previous example program (the point where this happens is mostly a matter of taste; here, we chose to do it when grids are created since in the do_initial_timestep
and do_timestep
functions we want to output the number of cells on each processor at a point where we haven't called the present function yet).
The next step is to set up constraints due to hanging nodes. This has been handled many times before:
And then we have to set up the matrix. Here we deviate from step17, in which we simply used PETSc's ability to just know about the size of the matrix and later allocate those nonzero elements that are being written to. While this works just fine from a correctness viewpoint, it is not at all efficient: if we don't give PETSc a clue as to which elements are written to, it is (at least at the time of this writing) unbearably slow when we set the elements in the matrix for the first time (i.e. in the first timestep). Later on, when the elements have been allocated, everything is much faster. In experiments we made, the first timestep can be accelerated by almost two orders of magnitude if we instruct PETSc which elements will be used and which are not.
To do so, we first generate the sparsity pattern of the matrix we are going to work with, and make sure that the condensation of hanging node constraints add the necessary additional entries in the sparsity pattern:
Note that we have used the DynamicSparsityPattern
class here that was already introduced in step11, rather than the SparsityPattern
class that we have used in all other cases. The reason for this is that for the latter class to work we have to give an initial upper bound for the number of entries in each row, a task that is traditionally done by DoFHandler::max_couplings_between_dofs()
. However, this function suffers from a serious problem: it has to compute an upper bound to the number of nonzero entries in each row, and this is a rather complicated task, in particular in 3d. In effect, while it is quite accurate in 2d, it often comes up with much too large a number in 3d, and in that case the SparsityPattern
allocates much too much memory at first, often several 100 MBs. This is later corrected when DoFTools::make_sparsity_pattern
is called and we realize that we don't need all that much memory, but at time it is already too late: for large problems, the temporary allocation of too much memory can lead to outofmemory situations.
In order to avoid this, we resort to the DynamicSparsityPattern
class that is slower but does not require any upfront estimate on the number of nonzero entries per row. It therefore only ever allocates as much memory as it needs at any given time, and we can build it even for large 3d problems.
It is also worth noting that due to the specifics of parallel::shared::Triangulation, the sparsity pattern we construct is global, i.e. comprises all degrees of freedom whether they will be owned by the processor we are on or another one (in case this program is run in parallel via MPI). This of course is not optimal – it limits the size of the problems we can solve, since storing the entire sparsity pattern (even if only for a short time) on each processor does not scale well. However, there are several more places in the program in which we do this, for example we always keep the global triangulation and DoF handler objects around, even if we only work on part of them. At present, deal.II does not have the necessary facilities to completely distribute these objects (a task that, indeed, is very hard to achieve with adaptive meshes, since wellbalanced subdivisions of a domain tend to become unbalanced as the mesh is adaptively refined).
With this data structure, we can then go to the PETSc sparse matrix and tell it to preallocate all the entries we will later want to write to:
After this point, no further explicit knowledge of the sparsity pattern is required any more and we can let the sparsity_pattern
variable go out of scope without any problem.
The last task in this function is then only to reset the right hand side vector as well as the solution vector to its correct size; remember that the solution vector is a local one, unlike the right hand side that is a distributed parallel one and therefore needs to know the MPI communicator over which it is supposed to transmit messages:
Again, assembling the system matrix and right hand side follows the same structure as in many example programs before. In particular, it is mostly equivalent to step17, except for the different right hand side that now only has to take into account internal stresses. In addition, assembling the matrix is made significantly more transparent by using the SymmetricTensor
class: note the elegance of forming the scalar products of symmetric tensors of rank 2 and 4. The implementation is also more general since it is independent of the fact that we may or may not be using an isotropic elasticity tensor.
The first part of the assembly routine is as always:
As in step17, we only need to loop over all cells that belong to the present processor:
Then loop over all indices i,j and quadrature points and assemble the system matrix contributions from this cell. Note how we extract the symmetric gradients (strains) of the shape functions at a given quadrature point from the FEValues
object, and the elegance with which we form the triple contraction eps_phi_i : C : eps_phi_j
; the latter needs to be compared to the clumsy computations needed in step17, both in the introduction as well as in the respective place in the program:
Then also assemble the local right hand side contributions. For this, we need to access the prior stress value in this quadrature point. To get it, we use the user pointer of this cell that points into the global array to the quadrature point data corresponding to the first quadrature point of the present cell, and then add an offset corresponding to the index of the quadrature point we presently consider:
In addition, we need the values of the external body forces at the quadrature points on this cell:
Then we can loop over all degrees of freedom on this cell and compute local contributions to the right hand side:
Now that we have the local contributions to the linear system, we need to transfer it into the global objects. This is done exactly as in step17:
Now compress the vector and the system matrix:
The last step is to again fix up boundary values, just as we already did in previous programs. A slight complication is that the apply_boundary_values
function wants to have a solution vector compatible with the matrix and right hand side (i.e. here a distributed parallel vector, rather than the sequential vector we use in this program) in order to preset the entries of the solution vector with the correct boundary values. We provide such a compatible vector in the form of a temporary vector which we then copy into the sequential one.
We make up for this complication by showing how boundary values can be used flexibly: following the way we create the triangulation, there are three distinct boundary indicators used to describe the domain, corresponding to the bottom and top faces, as well as the inner/outer surfaces. We would like to impose boundary conditions of the following type: The inner and outer cylinder surfaces are free of external forces, a fact that corresponds to natural (Neumanntype) boundary conditions for which we don't have to do anything. At the bottom, we want no movement at all, corresponding to the cylinder being clamped or cemented in at this part of the boundary. At the top, however, we want a prescribed vertical downward motion compressing the cylinder; in addition, we only want to restrict the vertical movement, but not the horizontal ones – one can think of this situation as a wellgreased plate sitting on top of the cylinder pushing it downwards: the atoms of the cylinder are forced to move downward, but they are free to slide horizontally along the plate.
The way to describe this is as follows: for boundary indicator zero (bottom face) we use a dimdimensional zero function representing no motion in any coordinate direction. For the boundary with indicator 1 (top surface), we use the IncrementalBoundaryValues
class, but we specify an additional argument to the VectorTools::interpolate_boundary_values
function denoting which vector components it should apply to; this is a vector of bools for each vector component and because we only want to restrict vertical motion, it has only its last component set:
The next function is the one that controls what all has to happen within a timestep. The order of things should be relatively selfexplanatory from the function names:
Solving the linear system again works mostly as before. The only difference is that we want to only keep a complete local copy of the solution vector instead of the distributed one that we get as output from PETSc's solver routines. To this end, we declare a local temporary variable for the distributed vector and initialize it with the contents of the local variable (remember that the apply_boundary_values
function called in assemble_system
preset the values of boundary nodes in this vector), solve with it, and at the end of the function copy it again into the complete local vector that we declared as a member variable. Hanging node constraints are then distributed only on the local copy, i.e. independently of each other on each of the processors:
This function generates the graphical output in .vtu format as explained in the introduction. Each process will only work on the cells it owns, and then write the result into a file of its own. Additionally, processor 0 will write the record files the reference all the .vtu files.
The crucial part of this function is to give the DataOut
class a way to only work on the cells that the present process owns.
Then, just as in step17, define the names of solution variables (which here are the displacement increments) and queue the solution vector for output. Note in the following switch how we make sure that if the space dimension should be unhandled that we throw an exception saying that we haven't implemented this case yet (another case of defensive programming):
The next thing is that we wanted to output something like the average norm of the stresses that we have stored in each cell. This may seem complicated, since on the present processor we only store the stresses in quadrature points on those cells that actually belong to the present process. In other words, it seems as if we can't compute the average stresses for all cells. However, remember that our class derived from DataOut
only iterates over those cells that actually do belong to the present processor, i.e. we don't have to compute anything for all the other cells as this information would not be touched. The following little loop does this. We enclose the entire block into a pair of braces to make sure that the iterator variables do not remain accidentally visible beyond the end of the block in which they are used:
Loop over all the cells...
On these cells, add up the stresses over all quadrature points...
...then write the norm of the average to their destination:
And on the cells that we are not interested in, set the respective value in the vector to a bogus value (norms must be positive, and a large negative value should catch your eye) in order to make sure that if we were somehow wrong about our assumption that these elements would not appear in the output file, that we would find out by looking at the graphical output:
Finally attach this vector as well to be treated for output:
As a last piece of data, let us also add the partitioning of the domain into subdomains associated with the processors if this is a parallel job. This works in the exact same way as in the step17 program:
Finally, with all this data, we can instruct deal.II to munge the information and produce some intermediate data structures that contain all these solution and other data vectors:
Let us call a function that opens the necessary output files and writes the data we have generated into them. The function automatically constructs the file names from the given directory name (the first argument) and file name base (second argument). It augments the resulting string by pieces that result from the time step number and a "piece number" that corresponds to a part of the overall domain that can consist of one or more subdomains.
The function also writes a record files (with suffix .pvd
) for Paraview that describes how all of these output files combine into the data for this single time step:
The record files must be written only once and not by each processor, so we do this on processor 0:
Finally, we write the paraview record, that references all .pvtu files and their respective time. Note that the variable times_and_names is declared static, so it will retain the entries from the previous timesteps.
This and the next function handle the overall structure of the first and following timesteps, respectively. The first timestep is slightly more involved because we want to compute it multiple times on successively refined meshes, each time starting from a clean state. At the end of these computations, in which we compute the incremental displacements each time, we use the last results obtained for the incremental displacements to compute the resulting stress updates and move the mesh accordingly. On this new mesh, we then output the solution and any additional data we consider important.
All this is interspersed by generating output to the console to update the person watching the screen on what is going on. As in step17, the use of pcout
instead of std::cout
makes sure that only one of the parallel processes is actually writing to the console, without having to explicitly code an ifstatement in each place where we generate output:
Subsequent timesteps are simpler, and probably do not require any more documentation given the explanations for the previous function above:
The following function is called when solving the first time step on successively refined meshes. After each iteration, it computes a refinement criterion, refines the mesh, and sets up the history variables in each quadrature point again to a clean state.
First, let each process compute error indicators for the cells it owns:
Then set up a global vector into which we merge the local indicators from each of the parallel processes:
Once we have that, copy it back into local copies on all processors and refine the mesh accordingly:
Finally, set up quadrature point data again on the new mesh, and only on those cells that we have determined to be ours:
At the end of each time step, we move the nodes of the mesh according to the incremental displacements computed in this time step. To do this, we keep a vector of flags that indicate for each vertex whether we have already moved it around, and then loop over all cells and move those vertices of the cell that have not been moved yet. It is worth noting that it does not matter from which of the cells adjacent to a vertex we move this vertex: since we compute the displacement using a continuous finite element, the displacement field is continuous as well and we can compute the displacement of a given vertex from each of the adjacent cells. We only have to make sure that we move each node exactly once, which is why we keep the vector of flags.
There are two noteworthy things in this function. First, how we get the displacement field at a given vertex using the cell>vertex_dof_index(v,d)
function that returns the index of the d
th degree of freedom at vertex v
of the given cell. In the present case, displacement in the kth coordinate direction corresponds to the kth component of the finite element. Using a function like this bears a certain risk, because it uses knowledge of the order of elements that we have taken together for this program in the FESystem
element. If we decided to add an additional variable, for example a pressure variable for stabilization, and happened to insert it as the first variable of the element, then the computation below will start to produce nonsensical results. In addition, this computation rests on other assumptions: first, that the element we use has, indeed, degrees of freedom that are associated with vertices. This is indeed the case for the present Q1 element, as would be for all Qp elements of polynomial order p
. However, it would not hold for discontinuous elements, or elements for mixed formulations. Secondly, it also rests on the assumption that the displacement at a vertex is determined solely by the value of the degree of freedom associated with this vertex; in other words, all shape functions corresponding to other degrees of freedom are zero at this particular vertex. Again, this is the case for the present element, but is not so for all elements that are presently available in deal.II. Despite its risks, we choose to use this way in order to present a way to query individual degrees of freedom associated with vertices.
In this context, it is instructive to point out what a more general way would be. For general finite elements, the way to go would be to take a quadrature formula with the quadrature points in the vertices of a cell. The QTrapez
formula for the trapezoidal rule does exactly this. With this quadrature formula, we would then initialize an FEValues
object in each cell, and use the FEValues::get_function_values
function to obtain the values of the solution function in the quadrature points, i.e. the vertices of the cell. These are the only values that we really need, i.e. we are not at all interested in the weights (or the JxW
values) associated with this particular quadrature formula, and this can be specified as the last argument in the constructor to FEValues
. The only point of minor inconvenience in this scheme is that we have to figure out which quadrature point corresponds to the vertex we consider at present, as they may or may not be ordered in the same order.
This inconvenience could be avoided if finite elements have support points on vertices (which the one here has; for the concept of support points, see support points). For such a case, one could construct a custom quadrature rule using FiniteElement::get_unit_support_points(). The first GeometryInfo<dim>::vertices_per_cell*fe.dofs_per_vertex
quadrature points will then correspond to the vertices of the cell and are ordered consistent with cell>vertex(i)
, taking into account that support points for vector elements will be duplicated fe.dofs_per_vertex
times.
Another point worth explaining about this short function is the way in which the triangulation class exports information about its vertices: through the Triangulation::n_vertices
function, it advertises how many vertices there are in the triangulation. Not all of them are actually in use all the time – some are leftovers from cells that have been coarsened previously and remain in existence since deal.II never changes the number of a vertex once it has come into existence, even if vertices with lower number go away. Secondly, the location returned by cell>vertex(v)
is not only a readonly object of type Point<dim>
, but in fact a reference that can be written to. This allows to move around the nodes of a mesh with relative ease, but it is worth pointing out that it is the responsibility of an application program using this feature to make sure that the resulting cells are still useful, i.e. are not distorted so much that the cell is degenerated (indicated, for example, by negative Jacobians). Note that we do not have any provisions in this function to actually ensure this, we just have faith.
After this lengthy introduction, here are the full 20 or so lines of code:
At the beginning of our computations, we needed to set up initial values of the history variables, such as the existing stresses in the material, that we store in each quadrature point. As mentioned above, we use the user_pointer
for this that is available in each cell.
To put this into larger perspective, we note that if we had previously available stresses in our model (which we assume do not exist for the purpose of this program), then we would need to interpolate the field of preexisting stresses to the quadrature points. Likewise, if we were to simulate elastoplastic materials with hardening/softening, then we would have to store additional history variables like the present yield stress of the accumulated plastic strains in each quadrature points. Preexisting hardening or weakening would then be implemented by interpolating these variables in the present function as well.
For good measure, we set all user pointers of all cells, whether ours of not, to the null pointer. This way, if we ever access the user pointer of a cell which we should not have accessed, a segmentation fault will let us know that this should not have happened:
Next, allocate the quadrature objects that are within the responsibility of this processor. This, of course, equals the number of cells that belong to this processor times the number of quadrature points our quadrature formula has on each cell. Since the resize()
function does not actually shrink the amount of allocated memory if the requested new size is smaller than the old size, we resort to a trick to first free all memory, and then reallocate it: we declare an empty vector as a temporary variable and then swap the contents of the old vector and this temporary variable. This makes sure that the quadrature_point_history
is now really empty, and we can let the temporary variable that now holds the previous contents of the vector go out of scope and be destroyed. In the next step we can then reallocate as many elements as we need, with the vector defaultinitializing the PointHistory
objects, which includes setting the stress variables to zero.
Finally loop over all cells again and set the user pointers from the cells that belong to the present processor to point to the first quadrature point objects corresponding to this cell in the vector of such objects:
At the end, for good measure make sure that our count of elements was correct and that we have both used up all objects we allocated previously, and not point to any objects beyond the end of the vector. Such defensive programming strategies are always good checks to avoid accidental errors and to guard against future changes to this function that forget to update all uses of a variable at the same time. Recall that constructs using the Assert
macro are optimized away in optimized mode, so do not affect the run time of optimized runs:
At the end of each time step, we should have computed an incremental displacement update so that the material in its new configuration accommodates for the difference between the external body and boundary forces applied during this time step minus the forces exerted through preexisting internal stresses. In order to have the preexisting stresses available at the next time step, we therefore have to update the preexisting stresses with the stresses due to the incremental displacement computed during the present time step. Ideally, the resulting sum of internal stresses would exactly counter all external forces. Indeed, a simple experiment can make sure that this is so: if we choose boundary conditions and body forces to be time independent, then the forcing terms (the sum of external forces and internal stresses) should be exactly zero. If you make this experiment, you will realize from the output of the norm of the right hand side in each time step that this is almost the case: it is not exactly zero, since in the first time step the incremental displacement and stress updates were computed relative to the undeformed mesh, which was then deformed. In the second time step, we again compute displacement and stress updates, but this time in the deformed mesh – there, the resulting updates are very small but not quite zero. This can be iterated, and in each such iteration the residual, i.e. the norm of the right hand side vector, is reduced; if one makes this little experiment, one realizes that the norm of this residual decays exponentially with the number of iterations, and after an initial very rapid decline is reduced by roughly a factor of about 3.5 in each iteration (for one testcase I looked at, other testcases, and other numbers of unknowns change the factor, but not the exponential decay).
In a sense, this can then be considered as a quasitimestepping scheme to resolve the nonlinear problem of solving largedeformation elasticity on a mesh that is moved along in a Lagrangian manner.
Another complication is that the existing (old) stresses are defined on the old mesh, which we will move around after updating the stresses. If this mesh update involves rotations of the cell, then we need to also rotate the updated stress, since it was computed relative to the coordinate system of the old cell.
Thus, what we need is the following: on each cell which the present processor owns, we need to extract the old stress from the data stored with each quadrature point, compute the stress update, add the two together, and then rotate the result together with the incremental rotation computed from the incremental displacement at the present quadrature point. We will detail these steps below:
First, set up an FEValues
object by which we will evaluate the incremental displacements and the gradients thereof at the quadrature points, together with a vector that will hold this information:
Then loop over all cells and do the job in the cells that belong to our subdomain:
Next, get a pointer to the quadrature point history data local to the present cell, and, as a defensive measure, make sure that this pointer is within the bounds of the global array:
Then initialize the FEValues
object on the present cell, and extract the gradients of the displacement at the quadrature points for later computation of the strains
Then loop over the quadrature points of this cell:
On each quadrature point, compute the strain increment from the gradients, and multiply it by the stressstrain tensor to get the stress update. Then add this update to the already existing strain at this point:
Finally, we have to rotate the result. For this, we first have to compute a rotation matrix at the present quadrature point from the incremental displacements. In fact, it can be computed from the gradients, and we already have a function for that purpose:
Note that the result, a rotation matrix, is in general an antisymmetric tensor of rank 2, so we must store it as a full tensor.
With this rotation matrix, we can compute the rotated tensor by contraction from the left and right, after we expand the symmetric tensor new_stress
into a full tensor:
Note that while the result of the multiplication of these three matrices should be symmetric, it is not due to floating point round off: we get an asymmetry on the order of 1e16 of the offdiagonal elements of the result. When assigning the result to a SymmetricTensor
, the constructor of that class checks the symmetry and realizes that it isn't exactly symmetric; it will then raise an exception. To avoid that, we explicitly symmetrize the result to make it exactly symmetric.
The result of all these operations is then written back into the original place:
This ends the project specific namespace Step18
. The rest is as usual and as already shown in step17: A main()
function that initializes and terminates PETSc, calls the classes that do the actual work, and makes sure that we catch all exceptions that propagate up to this point:
Running the program takes a good while if one uses debug mode; it takes about eleven minutes on my i7 desktop. Fortunately, the version compiled with optimizations is much faster; the program only takes about a minute and a half after recompiling with the command make release
on the same machine, a much more reasonable time.
If run, the program prints the following output, explaining what it is doing during all that time:
$ time make run [ 66%] Built target step18 [100%] Run step18 with Release configuration Timestep 1 at time 1 Cycle 0: Number of active cells: 3712 (by partition: 3712) Number of degrees of freedom: 17226 (by partition: 17226) Assembling system... norm of rhs is 1.88062e+10 Solver converged in 103 iterations. Updating quadrature point data... Cycle 1: Number of active cells: 12812 (by partition: 12812) Number of degrees of freedom: 51738 (by partition: 51738) Assembling system... norm of rhs is 1.86145e+10 Solver converged in 121 iterations. Updating quadrature point data... Moving mesh... Timestep 2 at time 2 Assembling system... norm of rhs is 1.84169e+10 Solver converged in 122 iterations. Updating quadrature point data... Moving mesh... Timestep 3 at time 3 Assembling system... norm of rhs is 1.82355e+10 Solver converged in 122 iterations. Updating quadrature point data... Moving mesh... Timestep 4 at time 4 Assembling system... norm of rhs is 1.80728e+10 Solver converged in 117 iterations. Updating quadrature point data... Moving mesh... Timestep 5 at time 5 Assembling system... norm of rhs is 1.79318e+10 Solver converged in 116 iterations. Updating quadrature point data... Moving mesh... Timestep 6 at time 6 Assembling system... norm of rhs is 1.78171e+10 Solver converged in 115 iterations. Updating quadrature point data... Moving mesh... Timestep 7 at time 7 Assembling system... norm of rhs is 1.7737e+10 Solver converged in 112 iterations. Updating quadrature point data... Moving mesh... Timestep 8 at time 8 Assembling system... norm of rhs is 1.77127e+10 Solver converged in 111 iterations. Updating quadrature point data... Moving mesh... Timestep 9 at time 9 Assembling system... norm of rhs is 1.78207e+10 Solver converged in 113 iterations. Updating quadrature point data... Moving mesh... Timestep 10 at time 10 Assembling system... norm of rhs is 1.83544e+10 Solver converged in 115 iterations. Updating quadrature point data... Moving mesh... [100%] Built target run make run 176.82s user 0.15s system 198% cpu 1:28.94 total
In other words, it is computing on 12,000 cells and with some 52,000 unknowns. Not a whole lot, but enough for a coupled threedimensional problem to keep a computer busy for a while. At the end of the day, this is what we have for output:
$ ls l *vtu *visit rwrr 1 drwells users 1706059 Feb 13 19:36 solution0010.000.vtu rwrr 1 drwells users 761 Feb 13 19:36 solution0010.pvtu rwrr 1 drwells users 33 Feb 13 19:36 solution0010.visit rwrr 1 drwells users 1707907 Feb 13 19:36 solution0009.000.vtu rwrr 1 drwells users 761 Feb 13 19:36 solution0009.pvtu rwrr 1 drwells users 33 Feb 13 19:36 solution0009.visit rwrr 1 drwells users 1703771 Feb 13 19:35 solution0008.000.vtu rwrr 1 drwells users 761 Feb 13 19:35 solution0008.pvtu rwrr 1 drwells users 33 Feb 13 19:35 solution0008.visit rwrr 1 drwells users 1693671 Feb 13 19:35 solution0007.000.vtu rwrr 1 drwells users 761 Feb 13 19:35 solution0007.pvtu rwrr 1 drwells users 33 Feb 13 19:35 solution0007.visit rwrr 1 drwells users 1681847 Feb 13 19:35 solution0006.000.vtu rwrr 1 drwells users 761 Feb 13 19:35 solution0006.pvtu rwrr 1 drwells users 33 Feb 13 19:35 solution0006.visit rwrr 1 drwells users 1670115 Feb 13 19:35 solution0005.000.vtu rwrr 1 drwells users 761 Feb 13 19:35 solution0005.pvtu rwrr 1 drwells users 33 Feb 13 19:35 solution0005.visit rwrr 1 drwells users 1658559 Feb 13 19:35 solution0004.000.vtu rwrr 1 drwells users 761 Feb 13 19:35 solution0004.pvtu rwrr 1 drwells users 33 Feb 13 19:35 solution0004.visit rwrr 1 drwells users 1639983 Feb 13 19:35 solution0003.000.vtu rwrr 1 drwells users 761 Feb 13 19:35 solution0003.pvtu rwrr 1 drwells users 33 Feb 13 19:35 solution0003.visit rwrr 1 drwells users 1625851 Feb 13 19:35 solution0002.000.vtu rwrr 1 drwells users 761 Feb 13 19:35 solution0002.pvtu rwrr 1 drwells users 33 Feb 13 19:35 solution0002.visit rwrr 1 drwells users 1616035 Feb 13 19:34 solution0001.000.vtu rwrr 1 drwells users 761 Feb 13 19:34 solution0001.pvtu rwrr 1 drwells users 33 Feb 13 19:34 solution0001.visit
If we visualize these files with VisIt or Paraview, we get to see the full picture of the disaster our forced compression wreaks on the cylinder (colors in the images encode the norm of the stress in the material):
As is clearly visible, as we keep compressing the cylinder, it starts to bow out near the fully constrained bottom surface and, after about eight time units, buckle in an azimuthally symmetric manner.
Although the result appears plausible for the symmetric geometry and loading, it is yet to be established whether or not the computation is fully converged. In order to see whether it is, we ran the program again with one more global refinement at the beginning and with the time step halved. This would have taken a very long time on a single machine, so we used a proper workstation and ran it on 16 processors in parallel. The beginning of the output now looks like this:
Timestep 1 at time 0.5 Cycle 0: Number of active cells: 29696 (by partition: 1808+1802+1894+1881+1870+1840+1884+1810+1876+1818+1870+1884+1854+1903+1816+1886) Number of degrees of freedom: 113100 (by partition: 6936+6930+7305+7116+7326+6869+7331+6786+7193+6829+7093+7162+6920+7280+6843+7181) Assembling system... norm of rhs is 1.10765e+10 Solver converged in 209 iterations. Updating quadrature point data... Cycle 1: Number of active cells: 102034 (by partition: 6387+6202+6421+6341+6408+6201+6428+6428+6385+6294+6506+6244+6417+6527+6299+6546) Number of degrees of freedom: 359337 (by partition: 23255+21308+24774+24019+22304+21415+22430+22184+22298+21796+22396+21592+22325+22553+21977+22711) Assembling system... norm of rhs is 1.35759e+10 Solver converged in 268 iterations. Updating quadrature point data... Moving mesh... Timestep 2 at time 1 Assembling system... norm of rhs is 1.34674e+10 Solver converged in 267 iterations. Updating quadrature point data... Moving mesh... Timestep 3 at time 1.5 Assembling system... norm of rhs is 1.33607e+10 Solver converged in 265 iterations. Updating quadrature point data... Moving mesh... Timestep 4 at time 2 Assembling system... norm of rhs is 1.32558e+10 Solver converged in 263 iterations. Updating quadrature point data... Moving mesh... [...] Timestep 20 at time 10 Assembling system... norm of rhs is 1.47755e+10 Solver converged in 425 iterations. Updating quadrature point data... Moving mesh...
That's quite a good number of unknowns, given that we are in 3d. The output of this program are 16 files for each time step:
$ ls l solution0001* rwrr 1 wellsd2 user 761065 Feb 13 21:09 solution0001.000.vtu rwrr 1 wellsd2 user 759277 Feb 13 21:09 solution0001.001.vtu rwrr 1 wellsd2 user 761217 Feb 13 21:09 solution0001.002.vtu rwrr 1 wellsd2 user 761605 Feb 13 21:09 solution0001.003.vtu rwrr 1 wellsd2 user 756917 Feb 13 21:09 solution0001.004.vtu rwrr 1 wellsd2 user 752669 Feb 13 21:09 solution0001.005.vtu rwrr 1 wellsd2 user 735217 Feb 13 21:09 solution0001.006.vtu rwrr 1 wellsd2 user 750065 Feb 13 21:09 solution0001.007.vtu rwrr 1 wellsd2 user 760273 Feb 13 21:09 solution0001.008.vtu rwrr 1 wellsd2 user 777265 Feb 13 21:09 solution0001.009.vtu rwrr 1 wellsd2 user 772469 Feb 13 21:09 solution0001.010.vtu rwrr 1 wellsd2 user 760833 Feb 13 21:09 solution0001.011.vtu rwrr 1 wellsd2 user 782241 Feb 13 21:09 solution0001.012.vtu rwrr 1 wellsd2 user 748905 Feb 13 21:09 solution0001.013.vtu rwrr 1 wellsd2 user 738413 Feb 13 21:09 solution0001.014.vtu rwrr 1 wellsd2 user 762133 Feb 13 21:09 solution0001.015.vtu rwrr 1 wellsd2 user 1421 Feb 13 21:09 solution0001.pvtu rwrr 1 wellsd2 user 364 Feb 13 21:09 solution0001.visit
Here are first the mesh on which we compute as well as the partitioning for the 16 processors:
Finally, here is the same output as we have shown before for the much smaller sequential case:
As before, we observe that at high axial compression the cylinder begins to buckle, but this time ultimately collapses on itself. In contrast to our first run, towards the end of the simulation the deflection pattern becomes nonsymmetric (the central bulge deflects laterally). The model clearly does not provide for this (all our forces and boundary deflections are symmetric) but the effect is probably physically correct anyway: in reality, small inhomogeneities in the body's material properties would lead it to buckle to one side to evade the forcing; in numerical simulations, small perturbations such as numerical roundoff or an inexact solution of a linear system by an iterative solver could have the same effect. Another typical source for asymmetries in adaptive computations is that only a certain fraction of cells is refined in each step, which may lead to asymmetric meshes even if the original coarse mesh was symmetric.
If one compares this with the previous run, the results both qualitatively and quantitatively different. The previous computation was therefore certainly not converged, though we can't say for sure anything about the present one. One would need an even finer computation to find out. However, the point may be moot: looking at the last picture in detail, it is pretty obvious that not only is the linear small deformation model we chose completely inadequate, but for a realistic simulation we would also need to make sure that the body does not intersect itself during deformation (if we continued compressing the cylinder we would observe some selfintersection). Without such a formulation we cannot expect anything to make physical sense, even if it produces nice pictures!
The program as is does not really solve an equation that has many applications in practice: quasistatic material deformation based on a purely elastic law is almost boring. However, the program may serve as the starting point for more interesting experiments, and that indeed was the initial motivation for writing it. Here are some suggestions of what the program is missing and in what direction it may be extended:
The most obvious extension is to use a more realistic material model for largescale quasistatic deformation. The natural choice for this would be plasticity, in which a nonlinear relationship between stress and strain replaces equation [stressstrain]. Plasticity models are usually rather complicated to program since the stressstrain dependence is generally nonsmooth. The material can be thought of being able to withstand only a maximal stress (the yield stress) after which it starts to “flow”. A mathematical description to this can be given in the form of a variational inequality, which alternatively can be treated as minimizing the elastic energy
\[ E(\mathbf{u}) = (\varepsilon(\mathbf{u}), C\varepsilon(\mathbf{u}))_{\Omega}  (\mathbf{f}, \mathbf{u})_{\Omega}  (\mathbf{b}, \mathbf{u})_{\Gamma_N}, \]
subject to the constraint
\[ f(\sigma(\mathbf{u})) \le 0 \]
on the stress. This extension makes the problem to be solved in each time step nonlinear, so we need another loop within each time step.
Without going into further details of this model, we refer to the excellent book by Simo and Hughes on “Computational Inelasticity” for a comprehensive overview of computational strategies for solving plastic models. Alternatively, a brief but concise description of an algorithm for plasticity is given in an article by S. Commend, A. Truty, and Th. Zimmermann; [20].
The formulation we have chosen, i.e. using piecewise (bi, tri)linear elements for all components of the displacement vector, and treating the stress as a variable dependent on the displacement is appropriate for most materials. However, this socalled displacementbased formulation becomes unstable and exhibits spurious modes for incompressible or nearlyincompressible materials. While fluids are usually not elastic (in most cases, the stress depends on velocity gradients, not displacement gradients, although there are exceptions such as electrorheologic fluids), there are a few solids that are nearly incompressible, for example rubber. Another case is that many plasticity models ultimately let the material become incompressible, although this is outside the scope of the present program.
Incompressibility is characterized by Poisson's ratio
\[ \nu = \frac{\lambda}{2(\lambda+\mu)}, \]
where \(\lambda,\mu\) are the Lamé constants of the material. Physical constraints indicate that \(1\le \nu\le \frac 12\) (the condition also follows from mathematical stability considerations). If \(\nu\) approaches \(\frac 12\), then the material becomes incompressible. In that case, pure displacementbased formulations are no longer appropriate for the solution of such problems, and stabilization techniques have to be employed for a stable and accurate solution. The book and paper cited above give indications as to how to do this, but there is also a large volume of literature on this subject; a good start to get an overview of the topic can be found in the references of the paper by H.Y. Duan and Q. Lin; [22].
In the present form, the program only refines the initial mesh a number of times, but then never again. For any kind of realistic simulation, one would want to extend this so that the mesh is refined and coarsened every few time steps instead. This is not hard to do, in fact, but has been left for future tutorial programs or as an exercise, if you wish.
The main complication one has to overcome is that one has to transfer the data that is stored in the quadrature points of the cells of the old mesh to the new mesh, preferably by some sort of projection scheme. The general approach to this would go like this:
dim*dim
vectors. We'll store this set of vectors in a 2D array to make it easier to read off components in the same way you would the stress tensor. Thus, we'll loop over the components of stress on each cell and store these values in the global history field. (The prefix history_
indicates that we work with quantities related to the history variables defined in the quadrature points.) It becomes a bit more complicated once we run the program in parallel, since then each process only stores this data for the cells it owned on the old mesh. That said, using a parallel vector for history_field
will do the trick if you put a call to compress
after the transfer from quadrature points into the global vector.
At present, the program makes no attempt to make sure that a cell, after moving its vertices at the end of the time step, still has a valid geometry (i.e. that its Jacobian determinant is positive and bounded away from zero everywhere). It is, in fact, not very hard to set boundary values and forcing terms in such a way that one gets distorted and inverted cells rather quickly. Certainly, in some cases of large deformation, this is unavoidable with a mesh of finite mesh size, but in some other cases this should be preventable by appropriate mesh refinement and/or a reduction of the time step size. The program does not do that, but a more sophisticated version definitely should employ some sort of heuristic defining what amount of deformation of cells is acceptable, and what isn't.